单管通信塔设计

第第#页加劲肋设计6.4.1加劲肋尺寸加劲肋尺寸如下表所示：标高m081624313844加劲肋高度mm220180180160160160100加劲肋厚度mm1610108666加劲肋宽度mm4001101001009090806.4.1加劲肋板焊缝验算根据《钢结构单管通信塔技术规程CECS236：2008》第5.3.5条，法兰加劲肋板焊缝应进行如下计算：竖向对接焊缝验算：aNTOC\o"1-5"\h\ztmaxi”+=t(h-Si-2t)-驴6xaNe

°=tmaxvfwft(h-S1-2t)2t水平对接焊缝验算：aNo=tmaxvfwft(h—S2—2t)t

经验算，满足设计要求，具体计算情况见附表，验算结果如下表所示：标高m081624313844竖向号Mpa24.9850.7145.1260.9862.9951.9253.00竖向oyMpa176.35104.9393.35141.82113.6793.69174.26竖向Jaf+3耳Mpa181.58136.84121.74176.83157.55129.87196.96水平oyMpa12.1398.05100.65114.01132.98109.6173.00Mpa215215215215215215215f幕Mpa125125125125125125125七、材料统计段号12345678段长88877662底部直径D/mm1600144012801120980840720105顶部直径D/mm14401280112098084072060050各段壁厚t/mm16161412101085螺栓数目35353530302525螺栓直径mmM30M24M24M20M20M16M16法兰外径mm2000140812521096960820704法兰内径mm160012981152996870730624法兰宽度mm400110100100909080法兰厚度mm20202020202020加劲肋高度mm220180180160160160100加劲肋厚度mm1610108666加劲肋宽度mm400110100100909080参考文献：⑴王肇民，马人乐等•塔式结构[M].北京：科学出版社CECS236：2008,钢结构单管通信塔技术规程[S]GB50135-2006，高耸结构设计规范[S]GB50009-2001，建筑结构荷载规范[S]GB50017-2003,钢结构设计规范[S]⑹中国移动.中国移动基站铁塔标准化设计V2.0施工图[R],2009⑺黄健，屠海明,潘汉明•单管塔的简化设计J].钢结构,2003⑻穆宇亮,刘巧英，张博•单管通信铁塔结构基本自振周期分析及抗震应用[J].华北地震科学,2011⑼沈之容,倪阳,徐华刚.钢结构单管通信塔自振基本周期的研究[J].特种结构,2008[10]黄健,潘汉明,屠海明,史国富.单管塔的选型设计.钢结构,2004附件：单管塔分析命令流!强度分析FINISH/Clear/title,AnalysisforTower/Prep7!初始化设计变量参数Wind1=312.02808Wind2=379.1899255Wind3=537.0766275Wind4=661.4771966Wind5=813.1082394Wind6=1087.157691Wind7=1151.954525Wind8=2364.427125!定义基本几何参数MP,EX,1,2.1E10MP,PRXY,1,0.3MP,DENS,1,7850ET,1,BEAM189!段1，L1，8米SECTYPE,100,BEAM,CTUBESECDATA,1.568,1.600,20SECTYPE,199,BEAM,CTUBESECDATA,1.408,1.440,20K,100,0,0,0K,199,0,0,8K,999,50,0,25L,100,199SECTYPE,111,TAPERSECDATA,100,KX(100),KY(100),KZ(100)SECDATA,199,KX(199),KY(199),KZ(199)LESIZE,ALL,1LATT,1,1,1,,999,,111LMESH,ALL!段2，L2，8米SECTYPE,200,BEAM,CTUBESECDATA,1.408,1.440,20SECTYPE,299,BEAM,CTUBESECDATA,1.248,1.280,20K,299,0,0,16L,199,299SECTYPE,222,TAPERSECDATA,200,KX(199),KY(199),KZ(199)SECDATA,299,KX(299),KY(299),KZ(299)LESIZE,ALL,1LATT,1,1,1,,999,,222LMESH,ALL!段3，L3，8米SECTYPE,300,BEAM,CTUBESECDATA,1.252,1.280,20SECTYPE,399,BEAM,CTUBESECDATA,1.092,1.120,20K,399,0,0,24L,299,399SECTYPE,333,TAPERSECDATA,300,KX(299),KY(299),KZ(299)SECDATA,399,KX(399),KY(399),KZ(399)LESIZE,ALL,1LATT,1,1,1,,999,,333LMESH,ALL!段4，L4，7米SECTYPE,400,BEAM,CTUBESECDATA,1.096,1.120,20SECTYPE,499,BEAM,CTUBESECDATA,0.956,0.980,20K,499,0,0,31L,399,499SECTYPE,444,TAPERSECDATA,400,KX(399),KY(399),KZ(399)SECDATA,499,KX(499),KY(499),KZ(499)LESIZE,ALL,1LATT,1,1,1,,999,,444LMESH,ALL!段5，L5，7米SECTYPE,500,BEAM,CTUBESECDATA,0.960,0.980,20SECTYPE,599,BEAM,CTUBESECDATA,0.820,0.840,20K,599,0,0,38L,499,599SECTYPE,555,TAPERSECDATA,500,KX(499),KY(499),KZ(499)SECDATA,599,KX(599),KY(599),KZ(599)LESIZE,ALL,1LATT,1,1,1,,999,,555LMESH,ALL!段6，L6，6米SECTYPE,600,BEAM,CTUBESECDATA,0.820,0.840,20SECTYPE,699,BEAM,CTUBESECDATA,0.700,0.720,20K,699,0,0,44L,599,699SECTYPE,666,TAPERSECDATA,600,KX(599),KY(599),KZ(599)SECDATA,699,KX(699),KY(699),KZ(699)LESIZE,ALL,1LATT,1,1,1,,999,,666LMESH,ALL!段7，L7，6米SECTYPE,700,BEAM,CTUBESECDATA,0.704,0.720,20SECTYPE,799,BEAM,CTUBESECDATA,0.584,0.600,20K,799,0,0,50L,699,799SECTYPE,777,TAPERSECDATA,700,KX(699),KY(699),KZ(699)SECDATA,799,KX(799),KY(799),KZ(799)LESIZE,ALL,1LATT,1,1,1,,999,,777LMESH,ALL!段8，L8，2米SECTYPE,800,BEAM,CTUBESECDATA,0.095,0.105,20SECTYPE,899,BEAM,CTUBESECDATA,0.040,0.050,20K,899,0,0,52L,799,899SECTYPE,888,TAPERSECDATA,800,KX(799),KY(799),KZ(799)SECDATA,899,KX(899),KY(899),KZ(899)LESIZE,ALL,1LATT,1,1,1,,999,,888LMESH,ALL/ESHAPE,1EPLOT!施加柱脚约束，刚接DK,100,ALLACEL,0,0,9.8FK,799,FX,-38336FK,699,FZ,-59068*DO,i,1,8SFBEAM,i,1,PRES,Wind1*ENDDO*DO,i,9,16SFBEAM,i,1,PRES,Wind2*ENDDO*DO,i,17,24SFBEAM,i,1,PRES,Wind3*ENDDO*DO,i,25,31SFBEAM,i,1,PRES,Wind4*ENDDO*DO,i,32,38SFBEAM,i,1,PRES,Wind5*ENDDO*DO,i,39,44SFBEAM,i,1,PRES,Wind6*ENDDO*DO,i,45,50SFBEAM,i,1,PRES,Wind7*ENDDO*DO,i,51,52SFBEAM,i,1,PRES,Wind8*ENDDO!求解FINISH/SOLUANTYPE,0NLGEOM,ON!PSTRES,ON!nropt,full,!lnsrch,onSOLVEFINISH!查看轴力/post1ETABLE,NI,SMISC,1ETABLE,NJ,SMISC,14PLLS,NI,NJ,1!查看剪力ETABLE,QI,SMISC,5ETABLE,QJ,SMISC,18PLLS,QI,QJ,1!查看弯矩ETABLE,MI,SMISC,2ETABLE,MJ,SMISC,15PLLS,MI,MJ,-1!变形分析FINISH/Clear/title,AnalysisforTower/Prep7!初始化设计变量参数Wind1=88.99212Wind2=107.7347602Wind3=151.9571288Wind4=186.6311856Wind5=228.9957434Wind6=305.9235477Wind7=324.071363Wind8=665.1678556!定义基本几何参数MP,EX,1,2.1E10MP,PRXY,1,0.3MP,DENS,1,7850ET,1,BEAM189!段1，L1，8米SECTYPE,100,BEAM,CTUBESECDATA,1.568,1.600,20SECTYPE,199,BEAM,CTUBESECDATA,1.408,1.440,20K,100,0,0,0K,199,0,0,8K,999,50,0,25L,100,199SECTYPE,111,TAPERSECDATA,100,KX(100),KY(100),KZ(100)SECDATA,199,KX(199),KY(199),KZ(199)LESIZE,ALL,1LATT,1,1,1,,999,,111LMESH,ALL!段2，L2，8米SECTYPE,200,BEAM,CTUBESECDATA,1.408,1.440,20SECTYPE,299,BEAM,CTUBESECDATA,1.248,1.280,20K,299,0,0,16L,199,299SECTYPE,222,TAPERSECDATA,200,KX(199),KY(199),KZ(199)SECDATA,299,KX(299),KY(299),KZ(299)LESIZE,ALL,1LATT,1,1,1,,999,,222LMESH,ALL!段3，L3，8米SECTYPE,300,BEAM,CTUBESECDATA,1.252,1.280,20SECTYPE,399,BEAM,CTUBESECDATA,1.092,1.120,20K,399,0,0,24L,299,399SECTYPE,333,TAPERSECDATA,300,KX(299),KY(299),KZ(299)SECDATA,399,KX(399),KY(399),KZ(399)LESIZE,ALL,1LATT,1,1,1,,999,,333LMESH,ALL!段4，L4，7米SECTYPE,400,BEAM,CTUBESECDATA,1.096,1.120,20SECTYPE,499,BEAM,CTUBESECDATA,0.956,0.980,20K,499,0,0,31L,399,499SECTYPE,444,TAPERSECDATA,400,KX(399),KY(399),KZ(399)SECDATA,499,KX(499),KY(499),KZ(499)LESIZE,ALL,1LATT,1,1,1,,999,,444LMESH,ALL!段5，L5，7米SECTYPE,500,BEAM,CTUBESECDATA,0.960,0.980,20SECTYPE,599,BEAM,CTUBESECDATA,0.820,0.840,20K,599,0,0,38L,499,599SECTYPE,555,TAPERSECDATA,500,KX(499),KY(499),KZ(499)SECDATA,599,KX(599),KY(599),KZ(599)LESIZE,ALL,1LATT,1,1,1,,999,,555LMESH,ALL!段6，L6，6米SECTYPE,600,BEAM,CTUBESECDATA,0.820,0.840,20SECTYPE,699,BEAM,CTUBESECDATA,0.700,0.720,20K,699,0,0,44L,599,699SECTYPE,666,TAPERSECDATA,600,KX(599),KY(599),KZ(599)SECDATA,699,KX(699),KY(699),KZ(699)LESIZE,ALL,1LATT,1,1,1,,999,,666LMESH,ALL!段7，L7，6米SECTYPE,700,BEAM,CTUBESECDATA,0.704,0.720,20SECTYPE,799,BEAM,CTUBESECDATA,0.584,0.600,20K,799,0,0,50L,699,799SECTYPE,777,TAPERSECDATA,700,KX(699),KY(699),KZ(699)SECDATA,799,KX(799),KY(799),KZ(799)LESIZE,ALL,1LATT,1,1,1,,999,,777LMESH,ALL!段8，L8，2米SECTYPE,800,BEAM,CTUBESECDATA,0.095,0.105,20SECTYPE,899,BEAM,CTUBESECDATA,0.040,0.050,20K,899,0,0,52L,799,899SECTYPE,888,TAPERSECDATA,800,KX(799),KY(799),KZ(799)SECDATA,899,KX(899),KY(899),KZ(899)LESIZE,ALL,1LATT,1,1,1,,999,,888LMESH,ALL/ESHAPE,1EPLOT!施加柱脚约束，刚接DK,100,ALLACEL,0,0,9.8FK,799,FX,27383FK,699,FZ,25662*DO,i,1,8SFBEAM,i,1,PRES,Wind1*ENDDO*DO,i,9,16SFBEAM,i,1,PRES,Wind2*ENDDO*DO,i,17,24SFBEAM,i,1,PRES,Wind3*ENDDO*DO,i,25,31SFBEAM,i,1,PRES,Wind4*ENDDO*DO,i,32,38SFBEAM,i,1,PRES,Wind5*ENDDO*DO,i,39,44SFBEAM,i,1,PRES,Wind6*ENDDO*DO,i,45,50SFBEAM,i,1,PRES,Wind7*ENDDO*DO,i,51,52SFBEAM,i,1,PRES,Wind8*ENDDO/ESHAPE,1EPLOT!求解FINISH/SOLUANTYPE,0NLGEOM,ONPSTRES,ONSOLVEFINISH!查看轴力/post1ETABLE,NI,SMISC,1ETABLE,NJ,SMISC,14PLLS,NI,NJ,1!查看剪力ETABLE,QI,SMISC,5ETABLE,QJ,SMISC,18PLLS,QI,QJ,1!查看弯矩ETABLE,MI,SMISC,2ETABLE,MJ,SMISC,15PLLS,MI,MJ,-1附表：单管塔计算表表1永久荷载计算表段号1234547g段长gBS17662顶部标高him824313B445(}52平均标高hi1m4122027.5J4r54L4751拒对标高hrin(LOK0.24(K40.55(X690J2koi底部n1ee\m1444}12S0112(}9S0K40720105顶郁闫径I>mm144012801L2098084072060050各段吐P?tTTO161614121010gJ平均总径mm152013601200105()91(]7KO颁77.5径甲比100.000SO.OOO9142993,333¥&(XK>843090.000iLOOO擀自自亜kN46.52741.5732.10321.07315J261IJ6«7.5«4OJ75平台丨自帝灿{)0■0(){)钳6.9270平台2W{)0■0(){)4)氐9270天變1W()0■00()1〕4J040天战2自更kM｛〕0■0｛〕｛〕1〕4.7040謔梯、悄线自匝kN1232322.B2B2.42.4O.ti永氏荷我4^72T44,777◎0323.8731&0恥曲琦25,^2<)r97J00

Cxi表2可变荷载计算表—M——*—MB1134547S塔网迎凤血积胃12.161G.8S9.67出6374.6K3鮎0.155惯饪.耙梯迪凤面积H?()0■o00<}00基术凤压0.150J5OJ5OJ50350350.35035凤压仍皮变化系数H711.05612513375L4K31.571l.fi.S?LfiK凤荷我休形系数曲加U.bU.dgIJ.oU.du7.応度处凤撇条數曲〔强发）1.Cfi11.2211M1L6S2L8-fi5235423942394Z応度处讯振系数阴（变形）L0591,2151,447L66I曲科2.31K2.3572,357§｛强度）2336233623362珈23362J362J3fi233«待〔变形）226422642X42,26422642,2642,2642264£10.5250.5250.5250.525O.52S0.523OJ250.525€20,050ft.lSI03760J560J050JS40.811O,K11k111I1121JIJ水平凤荷牧标准tftEm（强度）0723027103S404720JJ10.777O.S23L685水平就荷鞍栋准tftkN如（变形）0,2220.26903MG0”⑹0.5720.7650.^10L663分布荷載集中力IJ832」6T3则330744.6594.9373J7S平台1水平集中力kN{)()■00002.R150平台2水平集中力kN{)<)■o0002.SS90犬线1术平集中力kN(]0■000打10砂0大2Af1U中力kN0{)000<}10.翎0粹效风荷栽标推值kN/m0四Qr271阳840472加和Qr777久3即1朋9虫戦、就修荷栽kN0■000Cr0平合活荷栽kN0000Q02827406

Cxi表3荷载效应组合计算表1Z345«7«永叽荷我设讣fftkN59.67253.13342.还42M.64721.631i6^^y30,7941.170凤荷找设汁fftkN/rn03120379Q.5i70.6610.8131.0H71.1522J64平台水平力设讣fflkN{]00000狼3药20安装、检修荷载设计值kN(]0()00020平台活荷我设讣竝kN（〕000002壮M0永丸荷馳讣值IN49.72744J77巧阿23^7318.026\356625M20575凤荷戟设讣低kN/m0,0S90」佣QJ52OPI8702290PTO0J24O.fifiS半台水平力设讣伉kN{]00000273K3a各层底血压力kN76Qr75574A240329195.53134.593QrR45。矽1托02727J务层底面的力kN76.65374.V12了1/446721562.6165654J50B764.7311齐层底面弯炬kN'tn3221.126172033.7|斗利1024洁W&W2S4rQ54J33?底懦就面面机cm-715780S56.Slfr417,706304,7342fi0.75217雷54515708底部揪面抵抗矩Wm?31217,61625201,835I7432.6OT1I447r??47315.183勢4钟2刖皿2肿册4■弗肾均载面惯tt.iii]cm42137826.870IJ23594.893917281230527097.S4Z256312.97817931(X33087087.94575.ISO蔽面型件发朋系数YL21,21,212U21.2L2lr2强度脸悴那咖94.563IO4.S5O112343I21J3795.63775,17^imr945胫厚比DAlW.OflO死懈9L42993.333g&ooo84rW021rQWMd11Il1111H懈稳足验賈112.73711lr?7Q\23^31133.876144r4?1114.5279QrJQ7]2丨肿Ocn表却法兰板计算表标高m0E16245144管外径mm1600144012801120980S40720壁丿耳mm1百1614121010&MkNm3221.126172033J[4791024.6606.05284.05NkN76^537436271.44467.21562.61656.^150.076螺栓数口35353530302525螺检公称直径dmmM30M24M24M20M20MlhM16单吓嗾栓承载力设计值kN2W4ISO腕124124SO閒螺椎中心离管療距cmm20050505040斗040螺检屮心到法役辿川i离rj-r；mm100605050505040囁栓屮心圜直栓mm1800135812021045920780664嫖栓坏向中跖mm16212210K1109ft9K鹉法兰外卷mm20W140S12521096960820704法兰内徨mm1600129K11^299ISK70730624法兰板宽amm400JJO100100卿90開等戦环形蔽［ftiftn积TTin246232.55R2930232629302326173023261730232693023269302326等效坏丿色藏面悖度mm25.68521.57S2437816.54118.8071L92614.010等效抵抗矩cm3626K67R29794.55626024.76R13554.0711II756.0505442.5954552.6R9筲效咸力VPa5L443&7.8357S.145109J19S7392按大螺椎拉力kN67.93373.53^6542462^33302664L43413,216简立竝长度bmm51.42940.68^36.17136.93332.33333.2002&4典板ifUJ2力均值qN/min'330316431I8.OS7I7.O4O17274I3.S6710.1S9a/b7.77827042.7652.70827S42.7112.S09弯矩系数gO.OS330腑彳0.0333O.OS33O.OS330X)8330.08K板1”单仰板览弯矩MmjjtkNrm07282.2661,9711.9361.504L2730.688计算法兰枫焊度tmm4.1147.2596.7716.7105.9155.4414.001实际浓兰板好度mm却202020202020表5加劲肋扳计算表fl击lbU313344加劲肋岛度hmm220IRCISOiw160160100删肋板MtltlTtlH51010s6h6加劲1山宽度Unini4W111)iwIW死列RQ坯栓域大覺力NmaxkN册品73.53662.93341.434231167.7732r704pjd2.7Q827842,7112.30?<111i1111加劲扳担力｛iNnuj;Wf“旳73.53665.424他9阳険2M41.43423,21fi£zoo5030甸404(]40SI用151515151515S2IE1515151515IS翌向悍絲有效长度h砧10mmL7014514J12913313373木平焊縫订敕怏度L!-S2-2tmm巧075砧利&363S3竖向对接焊途曲应力icMpa24朋50,7145.1260刖62595LS253,00竖向对接焊醛正应力5何呼17&巧104439335141.82I1Tg“g174J6竖向对接焊煙奴合应力OiMpa1.81.581.36,8412L74176.83157.55129.S7196.96水平对攥焊讎正应力12.1393.05|的念114血132.981W.6173皿对接焊髓抗拉强度设计強GMpa215215215215215215215对按悍讎抗的遐厦设计值fL-Mpfl12512512512512S125125CN

cn附表：单管塔计算表表1永久荷载计算表段号12345段长88877顶部标咼him816243138平均标高hi'm4122027.534.5相对标咼hi"m0.080.240.40.550.69底部直径D'mm1600144012801120980顶部直径Dmm144012801120980840各段壁厚tmm1616141210平均直径mm1520136012001050910径厚比100.00090.00091.42993.33398.000塔身自重kN46.52741.57732.10321.07315.226平台1自重kN00000平台2自重kN00000天线1自重kN00000天线2自重kN00000爬梯、馈线自重kN3.23.23.22.82.8永久荷载49.72744.77735.30323.87318.026

表2可变荷载计算表段号12345塔身迎风面积m212.1610.889.67.356.37馈线、爬梯迎风面积m200000基本风压0.350.350.350.350.35风压咼度变化系数yz11.0561.251.33751.483风荷载体形系数ys0.60.60.60.60.6z高度处风振系数卩z（强度）1.0611.2211.4611.6821.865z咼度处风振系数卩Z（变形）1.0591.2151.4471.6611.838E（强度）2.3362.3362.3362.3362.336g（变形）2.2642.2642.2642.2642.264£10.5250.5250.5250.5250.525£20.0500.1810.3760.5560.705k11111水平风荷载标准值kN/m（强度）0.2230.2710.3840.4720.581水平风荷载标准值kN/m（变形）0.2220.2690.3800.4670.572分布荷载集中力1.7832.1673.0693.3074.066平台1水平集中力kN00000平台2水平集中力kN00000天线1水平集中力kN00000天线2水平集中力kN00000等效风荷载标准值kN/m0.2230.2710.3840.4720.581安装、检修荷载kN00000平台活荷载kN00000

表3荷载效应组合计算表段号12345永久荷载设计值kN59.67253.73342.36428.64721.631风荷载设计值kN/m0.3120.3790.5370.6610.813平台水平力设计值kN00000安装、检修荷载设计值kN00000平台活荷载设计值kN00000永久荷载设计值kN49.72744.77735.30323.87318.026风荷载设计值kN/m0.0890.1080.1520.1870.229平台水平力设计值kN00000各层底面压力kN760.75574.62408.29195.53134.59各层底面剪力kN76.65374.36271.44467.21562.616各层底面弯矩kN・m3221.126172033.714791024.6底部截面面积cm2796.205715.780556.816417.706304.734底部截面抵抗矩Wcm331217.61625201.83517432.60011447.8347315.183平均截面惯性矩Icm42137826.871525594.89917281.23527097.84286312.9703028截面塑性发展系数Y1.21.21.21.21.2强度验算95.54094.563104.550112.343121.137径厚比D/t100.00090.00091.42993.33398.00011111局部稳定验算112.737111.870123.9931